陡倾小交角层状岩体小净距隧道弱扰动掘进爆破技术试验研究
|
摘要
重庆南涪高速线上分布有大量的陡倾小交角软弱层状岩体小净距隧道。小净距隧道在采用钻爆法修建过程中,爆破施工在造成岩体破碎、剥离的同时,爆破产生的动荷载不可避免地也造成中隔墙岩体扰动和损伤；特别是对于陡倾小交角层状岩体小净距隧道,过大的爆破振动强度有可能破坏中隔墙的稳定。因此,进行陡倾小交角层状岩体小净距隧道弱扰动掘进爆破技术研究,对于指导陡倾小交角层状岩体小净距隧道掘进爆破施工具有重要的意义。
本文以重庆涪南高速上的鸭江隧道和分水岭隧道为工程背景。结合本文的研究内容,采用了现场试验、数理统计、理论分析和工程类比等方法研究了后行洞掘进爆破地震效应；在爆破地震效应研究成果的基础上,有针对性的提出陡倾小交角层状岩体小净距隧道弱扰动掘进爆破技术；然后进行了弱扰动掘进爆破技术现场验证和应用。研究成果主要有以下几个方面。
通过在鸭江隧道进行的常规掘进爆破试验研究发现：后行洞掘进爆破时,中隔墙上的振动强度分布不均,中隔墙迎爆侧的振动强度要远大于背爆侧的振动强度,通常在2-10倍左右。同一点径向振动强度要比垂向的大,一般径向振动速度峰值大约是垂向振动速度峰值的1-3倍。掌子面前、后沿隧道轴线等距处围岩的振动速度不等,后方的振动速度约是前方振动速度的1-2倍,且掌子面后方的爆破振动速度衰减较趋势掌子面前方的慢,掌子面后方的中隔墙振动存在因两侧临空而引起的放大效应,且衰减规律不能用萨道夫斯基公式描述。
在同一次掘进爆破中,掏槽孔的单响药量不是最大,但是炸药单耗最高,爆破的自由面条件最差,爆破时引起的振动强度最大。控制小净距隧道爆破振动强度的关键是控制掏槽孔爆破的振动强度。同时,为保证隧道掘进施工中相邻段别的炮孔爆破不发生明显的地震波叠加,掘进爆破时各段别的微差时间应该控制在50ms以上。
鸭江隧道常规爆破引起的中隔墙振动强度过大,已经超过了既定的8cm/s的标准。在常规掘进爆破试验成果的基础上,有针对性的提出了陡倾小交角层状岩体隧道弱扰动掘进爆破技术措施：先行洞和后行洞错开施工、单洞采用上下台阶法施工,掏槽孔采用孔内分段装药并微差起爆,周边采用光面爆破技术。
结合背景工程现场的施工情况,进行了上台阶3.2m循环进尺的弱扰动掘进爆破设计。该爆破设计在鸭江隧道工点和分水岭隧道进行了现场掘进爆破验证和应用试验,不仅取得了较好的掘进爆破效果,而且能有效的控制爆破振动强度。同时,炸药单耗有所降低,创造了工程经济效益。
鸭江隧道弱扰动掘进爆破试验中,中隔墙质点最大的振动速度峰值从常规爆破试验的11.92cm/s降低至7.47cm/s,弱扰动爆破的振动强度与常规爆破相比降低了约40%。分水岭隧道弱扰动掘进爆破试验中,中隔墙质点最大的振动速度峰值从常规爆破试验的18.99cm/s降低至7.31cm/s,弱扰动爆破的振动强度与常规爆破相比降低了约60%。并且由于弱扰动爆破方案降优化了各段位起爆的药量,使得每段的爆破振动强度都有所降低。
Many small-distance tunnel with deeply dipping laminated and small angle rock body distribut throughout the high speed line of Nan-fu line in Chong Qing. During the blasting of small-distance tunnel, blasting vibration load must cause disturbance and damage of the middle wall. Especially for the small-distance tunnel with deeply dipping laminated and small angle rock body, Excessive blasting vibration may destroy the stability of middle wall. So, study on the weak disturbance drivage blasting technology for the small-distance tunnel with deeply dipping laminated and small angle rock body is very meaningful to instruct construction.
Taking the Ya-jiang tunnel and watershed tunnel as specific example, the in-situ test, mathematical statistics, theoretical analysis and engineering analogy methods are used in studying excavation blasting seismic effect of the latter hole excavation blasting seismic effect. On the basis of excavation blasting seismic effect research results, weak disturbance drivage blasting technology for the small-distance tunnel with deeply dipping laminated and small angle rock body is raised. Then field test and application for weak disturbance drivage blasting technology was carried out. Research results basically has the following several aspects.
Through field test on conventional excavation blasting in the Ya-jiang tunnel,We found that, When the latter tunnel excavation blasting, the vibration distribution is uneven on the middle wall. Face blasting side vibration is greater than the back side, usually around2～10times. In the same point radial vibration is bigger than the vertical, usually around1～3times. The vibrating is unequal in equidistant point of front and back between the tunnel face. The back is1-2times the vibration of the front. At the same time, the attenuation trend of vibration behind the tunnel face is slower than the front. Attenuation law cannot be described by SaDaoFu formula.
In the same drivage blasting, the charge mass of the cut hole is not the biggest. Due to free surface condition, the specific consumption of charge and blasting vibration are biggest. The key of control tunnel blasting vibration is control blasting vibration of cut hole. In order to ensure the blasting seismic waves do not stack, the delay time is greater than50ms.
The blasting vibration of conventional excavation blasting in the Ya-jiang tunnel is greater than8cm/s. So, the weak disturbance drivage blasting technology is raised. They contain that latter hole and first hole is stagger when building, every tunnel take the method of up and down the steps, the deck charge and delay in-hole is apply in cut hole. Smooth blasting technique is used.
Combined with the construction condition of specific example, the weak disturbance drivage blasting design with3.2m footage of up step is made. Then, the demonstration and application for the design is carried in Ya-jiang tunnel and watershed tunnel. It is not only acheieved good blasting effect, but also can control the blasting vibration effectively. At the same time, specific consumption of charge is reduced, so the economic benefit of the project is directly created by this design.
Through the demonstration test of weak disturbance drivage blasting in Ya-jiang tunnel, the blasting vibration reduce from11.92cm/s to7.47cm/s, the proportion is about40%. Through the application test of weak disturbance drivage blasting in watershed tunnel, the blasting vibration reduce from18.99cm/s cm/s to7.31cm/s, the proportion is about60%.Due to the charge mass of initiating section in the weak disturbance drivage blasting is decrease,the blasting vibration is weaken in every initiating section.
本文以重庆涪南高速上的鸭江隧道和分水岭隧道为工程背景。结合本文的研究内容,采用了现场试验、数理统计、理论分析和工程类比等方法研究了后行洞掘进爆破地震效应；在爆破地震效应研究成果的基础上,有针对性的提出陡倾小交角层状岩体小净距隧道弱扰动掘进爆破技术；然后进行了弱扰动掘进爆破技术现场验证和应用。研究成果主要有以下几个方面。
通过在鸭江隧道进行的常规掘进爆破试验研究发现：后行洞掘进爆破时,中隔墙上的振动强度分布不均,中隔墙迎爆侧的振动强度要远大于背爆侧的振动强度,通常在2-10倍左右。同一点径向振动强度要比垂向的大,一般径向振动速度峰值大约是垂向振动速度峰值的1-3倍。掌子面前、后沿隧道轴线等距处围岩的振动速度不等,后方的振动速度约是前方振动速度的1-2倍,且掌子面后方的爆破振动速度衰减较趋势掌子面前方的慢,掌子面后方的中隔墙振动存在因两侧临空而引起的放大效应,且衰减规律不能用萨道夫斯基公式描述。
在同一次掘进爆破中,掏槽孔的单响药量不是最大,但是炸药单耗最高,爆破的自由面条件最差,爆破时引起的振动强度最大。控制小净距隧道爆破振动强度的关键是控制掏槽孔爆破的振动强度。同时,为保证隧道掘进施工中相邻段别的炮孔爆破不发生明显的地震波叠加,掘进爆破时各段别的微差时间应该控制在50ms以上。
鸭江隧道常规爆破引起的中隔墙振动强度过大,已经超过了既定的8cm/s的标准。在常规掘进爆破试验成果的基础上,有针对性的提出了陡倾小交角层状岩体隧道弱扰动掘进爆破技术措施：先行洞和后行洞错开施工、单洞采用上下台阶法施工,掏槽孔采用孔内分段装药并微差起爆,周边采用光面爆破技术。
结合背景工程现场的施工情况,进行了上台阶3.2m循环进尺的弱扰动掘进爆破设计。该爆破设计在鸭江隧道工点和分水岭隧道进行了现场掘进爆破验证和应用试验,不仅取得了较好的掘进爆破效果,而且能有效的控制爆破振动强度。同时,炸药单耗有所降低,创造了工程经济效益。
鸭江隧道弱扰动掘进爆破试验中,中隔墙质点最大的振动速度峰值从常规爆破试验的11.92cm/s降低至7.47cm/s,弱扰动爆破的振动强度与常规爆破相比降低了约40%。分水岭隧道弱扰动掘进爆破试验中,中隔墙质点最大的振动速度峰值从常规爆破试验的18.99cm/s降低至7.31cm/s,弱扰动爆破的振动强度与常规爆破相比降低了约60%。并且由于弱扰动爆破方案降优化了各段位起爆的药量,使得每段的爆破振动强度都有所降低。
Many small-distance tunnel with deeply dipping laminated and small angle rock body distribut throughout the high speed line of Nan-fu line in Chong Qing. During the blasting of small-distance tunnel, blasting vibration load must cause disturbance and damage of the middle wall. Especially for the small-distance tunnel with deeply dipping laminated and small angle rock body, Excessive blasting vibration may destroy the stability of middle wall. So, study on the weak disturbance drivage blasting technology for the small-distance tunnel with deeply dipping laminated and small angle rock body is very meaningful to instruct construction.
Taking the Ya-jiang tunnel and watershed tunnel as specific example, the in-situ test, mathematical statistics, theoretical analysis and engineering analogy methods are used in studying excavation blasting seismic effect of the latter hole excavation blasting seismic effect. On the basis of excavation blasting seismic effect research results, weak disturbance drivage blasting technology for the small-distance tunnel with deeply dipping laminated and small angle rock body is raised. Then field test and application for weak disturbance drivage blasting technology was carried out. Research results basically has the following several aspects.
Through field test on conventional excavation blasting in the Ya-jiang tunnel,We found that, When the latter tunnel excavation blasting, the vibration distribution is uneven on the middle wall. Face blasting side vibration is greater than the back side, usually around2～10times. In the same point radial vibration is bigger than the vertical, usually around1～3times. The vibrating is unequal in equidistant point of front and back between the tunnel face. The back is1-2times the vibration of the front. At the same time, the attenuation trend of vibration behind the tunnel face is slower than the front. Attenuation law cannot be described by SaDaoFu formula.
In the same drivage blasting, the charge mass of the cut hole is not the biggest. Due to free surface condition, the specific consumption of charge and blasting vibration are biggest. The key of control tunnel blasting vibration is control blasting vibration of cut hole. In order to ensure the blasting seismic waves do not stack, the delay time is greater than50ms.
The blasting vibration of conventional excavation blasting in the Ya-jiang tunnel is greater than8cm/s. So, the weak disturbance drivage blasting technology is raised. They contain that latter hole and first hole is stagger when building, every tunnel take the method of up and down the steps, the deck charge and delay in-hole is apply in cut hole. Smooth blasting technique is used.
Combined with the construction condition of specific example, the weak disturbance drivage blasting design with3.2m footage of up step is made. Then, the demonstration and application for the design is carried in Ya-jiang tunnel and watershed tunnel. It is not only acheieved good blasting effect, but also can control the blasting vibration effectively. At the same time, specific consumption of charge is reduced, so the economic benefit of the project is directly created by this design.
Through the demonstration test of weak disturbance drivage blasting in Ya-jiang tunnel, the blasting vibration reduce from11.92cm/s to7.47cm/s, the proportion is about40%. Through the application test of weak disturbance drivage blasting in watershed tunnel, the blasting vibration reduce from18.99cm/s cm/s to7.31cm/s, the proportion is about60%.Due to the charge mass of initiating section in the weak disturbance drivage blasting is decrease,the blasting vibration is weaken in every initiating section.
引文
[1]蒋坤.节理岩体中特大断面小净距隧道围岩稳定性研究[D].上海：同济大学,2010
[2]石洪超.小净距隧道掘进爆破振动效应的研究及应用[D].四川：西南交通大学,2008
[3]公路隧道设计规范[M]TG D70-2004)人民交通出版社.2004
[4]王更峰,廖纪明,张永兴,王桂林.浅埋大跨小净距隧道安全净距与中岩柱力学特性研究[J].工程勘察,2011,4：18-27
[5]刘明贵,张国华等.大帽山小净距隧道群中夹岩累计损伤效应研究[J].岩石力学与工程学报,2009,28(7)：1363-1369
[6]钱叶甫.岩石爆破力学及其应用[M].重庆大学资环学院,1990
[7]张志呈等.爆破原理与设计[M].重庆大学出版社,1991
[8]戴俊.岩石动力学特性与爆破理论[M].冶金工业出版社,2002
[9]高金石,张继春.爆破破岩机理动力分析[J].金属矿山,1989,9：73-79
[10]杨善元.岩石爆破动力学基础[M].煤炭工业出版社,1991
[11]龙维祺等.爆破工程[M].冶金工业出版社,1992
[12]张继春.节理岩体爆破的块度研究[D].吉林：东北大学,1993
[13]钮强.岩石爆破机理[M].东北工学院,1990
[14]Ash R L. Influence of geological discontinuities on rock blasting. PhD Symp on rock mechanics, NewYork,1973,263-271.
[15]Harries,G. A Mathematical Model of Cratering and Blasting,National Symposium on Rock Fragmentation,Adelaide,1973:40-46
[16]Favreau,R.F.台阶爆破岩石位移速度,第一届国际爆破破岩会议论文集,1983：407-418
[17]Mchugh.s动力引起的破坏和破碎的模拟.第一届国际爆破破岩会议论文集,：1983：235-242
[18]Xie Heping, Fractal Nature on Damage Evolution of Rock Materials,Application of Computer Methods in Rock Mechanmics, Xian,1993:111-135
[19]卢春生,白以龙.材料损伤断裂中的分形行为[J].力学进展,1990,20(5)：168-175
[20]贺红亮.冲击波极端条件下脆性介质的力学响应特性及其习惯结构破坏特征[D].北京：中国工程物理研究所,1997
[21]Ahrens,T.J.Rubin,A.M.Impact-Induced Tensional Failure in Rock, J.G.R.1993 1184-1204
[22]Cangli Liu,Ahrens,T.J.Stress Wave Attenuation in Shock-Damaged Rocks,J.Geophys. Res,1997,102(B3),5234-5250
[23]杨军.岩石爆破分形损伤模型研究[J].爆炸与冲击,1996,16(1)：4-11
[24]Kusmaul,J.S.A.New Constitutive Model for Fragmentation of Rock under Dynamic Loading,2nd Int.Symp.on Rock Fragm.by Blast,1987,411-425
[25]孟凡兵,林从谋,蔡丽光,李博.小净距隧道爆破开挖中夹岩累积损伤计算方法及其应用[J].岩土力学,2011,32(5)：1491-1494
[26]贺喜,小净距隧道动力响应特征[D].重庆：重庆大学,2009
[27]张继春,曹孝君,郑爽英,郭学彬.浅埋隧道掘进爆破的地表震动动效应试验研究.岩石力学与工程学报[J].2005,24(22)：4158-4163
[28]龚建伍,夏才初,郑志东,唐颖.鹤上三车道小净距隧道爆破振动测试与分析[J].岩石力学与工程学报,2007,26(9)：1882-1887
[29]谭忠盛,杨小林,王梦恕.复线隧道施工队既有隧道的影响分析[J].岩石力学与工程学报,2003,23(2)：281-284
[30]毕继红,钟建辉.邻近隧道爆破震动对既有隧道影响的研究[J].工程爆破.2004,10(4)：69-73
[31]吕增演.城市公路隧道减振爆破施工技术研究[J].隧道/地下工程：85-87
[32]张俊兵,胡国伟.浅埋不良地质条件下小净距隧道掘进与减振爆破技术研究[J].铁道工程学报,2011,148(1)：51-57
[33]Berta Giogio.Blating-induced vibration in tunneling[J].Tunnel and underground space technology,1994,9(2):25-48
[34]Anderson D D, Winzer S R,Ritter A P.On computer-aided seismic analysis and discrimination[A].In:Pronc.3rd Inter.Symp[C].Washington.DC.1983,70.
[35]凌同华.爆破震动效应及其灾害的主动控制[D].长沙：中南大学,2004.
[36]吴腾芳,王凯.微差爆破技术的研究现状[J].爆破,1997,1,4(1)：53-57
[37]朱传云,卢文波,董振华.岩质边坡爆破振动安全判据综述[J].爆破,2005,22(6)：100-102
[38]薛孔宽,赵式本,黄桂英.空腔爆破-降低爆破振动的有效途径[J].爆破,1987,4(4)：23-28
[39]曹义.内昆铁路盐津1号隧道下穿楼房接近施工爆破控制技术研究[D].成都：西南交大,2000.
[40]赵孟岐.隧道下穿超浅埋国道的爆破减振技术[J].交通科技,2010,238(1)：58-60
[41]陈中学,胡百万.隧道爆破振动对周边建筑物振动影响及减振措施[J].工程抗震与加固改造,2012,34(4)：73-78
[42]杨年华.隧道爆破振动控制技术研究[J].铁道工程学报,2010,136(1)：82-86
[43]史雅语,刘慧.招宝山超小净距隧道开挖爆破技术[J].工程爆破,1997,3(4)：31-36
[44]G.A.Bollinger.爆破振动分析[M].科学出版社,1975
[45]陈士海,逢焕东.爆破震灾害预测与控制[M]北京：.煤炭工业出版社,2006
[46]B.H库特乌佐夫等.爆破工程师手册[M]北京：.煤炭工业出版社,1992
[47]M.Hisatake,S.sakurai,T.Ito and Y.kobayashi.Analytical Contribution to Tunnel Behaviour Caused by Blasting,Engnieering,Japan,190-195
[48]崔可佳.浅埋城市隧道爆破施工对地表及邻近既有隧道振动影响的研究[D].重庆：重庆大学,2008
[49]钱胜国等.爆破地震工程结构动力分析[M].北京：中国水利水电出版社,2006
[50]Langefors U,Kihlstrom B.The Modern Technique of Rock Blasting[M].J. Wiley,New York,3rdEdn,1978
[51]丁黄平.节理裂隙岩体隧道爆破成型效果研究[D].吉林：吉林大学,2009.
[52]王鸿渠等.爆破工程地质[M]北京：人民交通出版社,1980
[53]陈建平等.爆破工程地质学[M]北京：科学出版社,2005
[54]张继春.工程控制爆破[M]成都：西南交通大学出版社,2001
[55]郭学彬,张继春.爆破工程[M]北京：人民交通出版社,2007
[56]李洪涛,卢文波,舒大强等.爆破地震波的能量衰减规律研究[J].岩石力学与工程学报,2010,29(增1)：3365-3369.
[57]Wheeler R M.How millisecond delay periods may enhance or deduce blasting vibration effects[J].Mining Engineering,1988,40(10):968-974
[58]高晓初.炮孔直径、超深及起爆方案对爆破震动的影响[J].西部探矿工程,1995,7(1)：17-19
[59]蔡福广.光面爆破技术[M]北京：中国铁道出版社,1994
[60]张涛,郭学彬等.边坡爆破振动高程效应的实验分析与研究[J].江西有色金属,2006,20(4)：10-13
[61]何章义.公路小净距隧道爆破振动控制技术研究[D].成都：西南交通大学,2007.
[62]顾脆莲.相邻特大断面隧道爆破施工相互影响的研究[D].上海：同济大学,2007.
[63]傅其忠,毕明芽.复杂环境中深孔爆破减振措施研究[J].爆破,2009,26(4)：96-99
[64]何本国,朱永全,张志强.超小净距隧道不同爆破方式现场试验研究[J].铁道科学与工程学报,2010,7(5)：65-69
[65]NATM(日)[J]地盘工学会,1999(7).
[66]K.W.LoL.K.ChongL F.Le et.Field Instrumentation of a multiple Tunnel Interaction Problem.Tunnels and Tunnelling.1998,6.
[67]Zhang Jichun. Research on the fragment-size model for blasting in jointed rock mass. Proc 5th Int Symp on Rock Frag by Blasting, Montreal, Canada,1996:19-24.
[68]Larson W C and Pugleise J M. Effects on jointing and bedding separation on limestone breakage at reduced scale. RI 7863, U S Bureau of Mines,1974.
[69]P. A. Martin(1982). Wave Motion 4,391-408.
[70]Barker D B, Fourney W L and Holloway D C. Photo elastic investigation of flan initiated cracks and their contribution to the mechanism of fragmentation. Proc 20th U S Symp on Rock Mechanics, Austin,1979:119-128.
[71]Fourney W L, Barker D B and Holloway D C. Fragmentation in jointed rock material. Proc 1 st Int Symp on Rock Frag by Blasting, Lulea, Sweden,198:505-531.
[72]中华人民共和国交通部行业标准.JTG/TF60-2009公路隧道施工技术细则[S].北京：人民交通出版社,2009.
[73]中华人民共和国交通部行业标准.JTGF60-2009公路隧道施工技术规范[S].北京：人民交通出版社,2009.
[2]石洪超.小净距隧道掘进爆破振动效应的研究及应用[D].四川：西南交通大学,2008
[3]公路隧道设计规范[M]TG D70-2004)人民交通出版社.2004
[4]王更峰,廖纪明,张永兴,王桂林.浅埋大跨小净距隧道安全净距与中岩柱力学特性研究[J].工程勘察,2011,4：18-27
[5]刘明贵,张国华等.大帽山小净距隧道群中夹岩累计损伤效应研究[J].岩石力学与工程学报,2009,28(7)：1363-1369
[6]钱叶甫.岩石爆破力学及其应用[M].重庆大学资环学院,1990
[7]张志呈等.爆破原理与设计[M].重庆大学出版社,1991
[8]戴俊.岩石动力学特性与爆破理论[M].冶金工业出版社,2002
[9]高金石,张继春.爆破破岩机理动力分析[J].金属矿山,1989,9：73-79
[10]杨善元.岩石爆破动力学基础[M].煤炭工业出版社,1991
[11]龙维祺等.爆破工程[M].冶金工业出版社,1992
[12]张继春.节理岩体爆破的块度研究[D].吉林：东北大学,1993
[13]钮强.岩石爆破机理[M].东北工学院,1990
[14]Ash R L. Influence of geological discontinuities on rock blasting. PhD Symp on rock mechanics, NewYork,1973,263-271.
[15]Harries,G. A Mathematical Model of Cratering and Blasting,National Symposium on Rock Fragmentation,Adelaide,1973:40-46
[16]Favreau,R.F.台阶爆破岩石位移速度,第一届国际爆破破岩会议论文集,1983：407-418
[17]Mchugh.s动力引起的破坏和破碎的模拟.第一届国际爆破破岩会议论文集,：1983：235-242
[18]Xie Heping, Fractal Nature on Damage Evolution of Rock Materials,Application of Computer Methods in Rock Mechanmics, Xian,1993:111-135
[19]卢春生,白以龙.材料损伤断裂中的分形行为[J].力学进展,1990,20(5)：168-175
[20]贺红亮.冲击波极端条件下脆性介质的力学响应特性及其习惯结构破坏特征[D].北京：中国工程物理研究所,1997
[21]Ahrens,T.J.Rubin,A.M.Impact-Induced Tensional Failure in Rock, J.G.R.1993 1184-1204
[22]Cangli Liu,Ahrens,T.J.Stress Wave Attenuation in Shock-Damaged Rocks,J.Geophys. Res,1997,102(B3),5234-5250
[23]杨军.岩石爆破分形损伤模型研究[J].爆炸与冲击,1996,16(1)：4-11
[24]Kusmaul,J.S.A.New Constitutive Model for Fragmentation of Rock under Dynamic Loading,2nd Int.Symp.on Rock Fragm.by Blast,1987,411-425
[25]孟凡兵,林从谋,蔡丽光,李博.小净距隧道爆破开挖中夹岩累积损伤计算方法及其应用[J].岩土力学,2011,32(5)：1491-1494
[26]贺喜,小净距隧道动力响应特征[D].重庆：重庆大学,2009
[27]张继春,曹孝君,郑爽英,郭学彬.浅埋隧道掘进爆破的地表震动动效应试验研究.岩石力学与工程学报[J].2005,24(22)：4158-4163
[28]龚建伍,夏才初,郑志东,唐颖.鹤上三车道小净距隧道爆破振动测试与分析[J].岩石力学与工程学报,2007,26(9)：1882-1887
[29]谭忠盛,杨小林,王梦恕.复线隧道施工队既有隧道的影响分析[J].岩石力学与工程学报,2003,23(2)：281-284
[30]毕继红,钟建辉.邻近隧道爆破震动对既有隧道影响的研究[J].工程爆破.2004,10(4)：69-73
[31]吕增演.城市公路隧道减振爆破施工技术研究[J].隧道/地下工程：85-87
[32]张俊兵,胡国伟.浅埋不良地质条件下小净距隧道掘进与减振爆破技术研究[J].铁道工程学报,2011,148(1)：51-57
[33]Berta Giogio.Blating-induced vibration in tunneling[J].Tunnel and underground space technology,1994,9(2):25-48
[34]Anderson D D, Winzer S R,Ritter A P.On computer-aided seismic analysis and discrimination[A].In:Pronc.3rd Inter.Symp[C].Washington.DC.1983,70.
[35]凌同华.爆破震动效应及其灾害的主动控制[D].长沙：中南大学,2004.
[36]吴腾芳,王凯.微差爆破技术的研究现状[J].爆破,1997,1,4(1)：53-57
[37]朱传云,卢文波,董振华.岩质边坡爆破振动安全判据综述[J].爆破,2005,22(6)：100-102
[38]薛孔宽,赵式本,黄桂英.空腔爆破-降低爆破振动的有效途径[J].爆破,1987,4(4)：23-28
[39]曹义.内昆铁路盐津1号隧道下穿楼房接近施工爆破控制技术研究[D].成都：西南交大,2000.
[40]赵孟岐.隧道下穿超浅埋国道的爆破减振技术[J].交通科技,2010,238(1)：58-60
[41]陈中学,胡百万.隧道爆破振动对周边建筑物振动影响及减振措施[J].工程抗震与加固改造,2012,34(4)：73-78
[42]杨年华.隧道爆破振动控制技术研究[J].铁道工程学报,2010,136(1)：82-86
[43]史雅语,刘慧.招宝山超小净距隧道开挖爆破技术[J].工程爆破,1997,3(4)：31-36
[44]G.A.Bollinger.爆破振动分析[M].科学出版社,1975
[45]陈士海,逢焕东.爆破震灾害预测与控制[M]北京：.煤炭工业出版社,2006
[46]B.H库特乌佐夫等.爆破工程师手册[M]北京：.煤炭工业出版社,1992
[47]M.Hisatake,S.sakurai,T.Ito and Y.kobayashi.Analytical Contribution to Tunnel Behaviour Caused by Blasting,Engnieering,Japan,190-195
[48]崔可佳.浅埋城市隧道爆破施工对地表及邻近既有隧道振动影响的研究[D].重庆：重庆大学,2008
[49]钱胜国等.爆破地震工程结构动力分析[M].北京：中国水利水电出版社,2006
[50]Langefors U,Kihlstrom B.The Modern Technique of Rock Blasting[M].J. Wiley,New York,3rdEdn,1978
[51]丁黄平.节理裂隙岩体隧道爆破成型效果研究[D].吉林：吉林大学,2009.
[52]王鸿渠等.爆破工程地质[M]北京：人民交通出版社,1980
[53]陈建平等.爆破工程地质学[M]北京：科学出版社,2005
[54]张继春.工程控制爆破[M]成都：西南交通大学出版社,2001
[55]郭学彬,张继春.爆破工程[M]北京：人民交通出版社,2007
[56]李洪涛,卢文波,舒大强等.爆破地震波的能量衰减规律研究[J].岩石力学与工程学报,2010,29(增1)：3365-3369.
[57]Wheeler R M.How millisecond delay periods may enhance or deduce blasting vibration effects[J].Mining Engineering,1988,40(10):968-974
[58]高晓初.炮孔直径、超深及起爆方案对爆破震动的影响[J].西部探矿工程,1995,7(1)：17-19
[59]蔡福广.光面爆破技术[M]北京：中国铁道出版社,1994
[60]张涛,郭学彬等.边坡爆破振动高程效应的实验分析与研究[J].江西有色金属,2006,20(4)：10-13
[61]何章义.公路小净距隧道爆破振动控制技术研究[D].成都：西南交通大学,2007.
[62]顾脆莲.相邻特大断面隧道爆破施工相互影响的研究[D].上海：同济大学,2007.
[63]傅其忠,毕明芽.复杂环境中深孔爆破减振措施研究[J].爆破,2009,26(4)：96-99
[64]何本国,朱永全,张志强.超小净距隧道不同爆破方式现场试验研究[J].铁道科学与工程学报,2010,7(5)：65-69
[65]NATM(日)[J]地盘工学会,1999(7).
[66]K.W.LoL.K.ChongL F.Le et.Field Instrumentation of a multiple Tunnel Interaction Problem.Tunnels and Tunnelling.1998,6.
[67]Zhang Jichun. Research on the fragment-size model for blasting in jointed rock mass. Proc 5th Int Symp on Rock Frag by Blasting, Montreal, Canada,1996:19-24.
[68]Larson W C and Pugleise J M. Effects on jointing and bedding separation on limestone breakage at reduced scale. RI 7863, U S Bureau of Mines,1974.
[69]P. A. Martin(1982). Wave Motion 4,391-408.
[70]Barker D B, Fourney W L and Holloway D C. Photo elastic investigation of flan initiated cracks and their contribution to the mechanism of fragmentation. Proc 20th U S Symp on Rock Mechanics, Austin,1979:119-128.
[71]Fourney W L, Barker D B and Holloway D C. Fragmentation in jointed rock material. Proc 1 st Int Symp on Rock Frag by Blasting, Lulea, Sweden,198:505-531.
[72]中华人民共和国交通部行业标准.JTG/TF60-2009公路隧道施工技术细则[S].北京：人民交通出版社,2009.
[73]中华人民共和国交通部行业标准.JTGF60-2009公路隧道施工技术规范[S].北京：人民交通出版社,2009.